WO2020168766A1 - 先张拉后锚固式预应力抗浮锚杆结构 - Google Patents

先张拉后锚固式预应力抗浮锚杆结构 Download PDF

Info

Publication number
WO2020168766A1
WO2020168766A1 PCT/CN2019/119501 CN2019119501W WO2020168766A1 WO 2020168766 A1 WO2020168766 A1 WO 2020168766A1 CN 2019119501 W CN2019119501 W CN 2019119501W WO 2020168766 A1 WO2020168766 A1 WO 2020168766A1
Authority
WO
WIPO (PCT)
Prior art keywords
anchor
underground structure
construction
anchored
floating
Prior art date
Application number
PCT/CN2019/119501
Other languages
English (en)
French (fr)
Inventor
付文光
吴胤
李红波
谢成器
李新元
戴锦鸿
高升坚
Original Assignee
深圳市地质环境研究院有限公司
Priority date (The priority date is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the date listed.)
Filing date
Publication date
Application filed by 深圳市地质环境研究院有限公司 filed Critical 深圳市地质环境研究院有限公司
Publication of WO2020168766A1 publication Critical patent/WO2020168766A1/zh

Links

Classifications

    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D31/00—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution
    • E02D31/10—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution against soil pressure or hydraulic pressure
    • E02D31/12—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution against soil pressure or hydraulic pressure against upward hydraulic pressure
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
    • E02D5/74—Means for anchoring structural elements or bulkheads

Definitions

  • the utility model patent relates to the technical field of construction of prestressed anti-floating anchor rods, in particular to a pre-stressed anti-floating anchor rod structure that is tensioned and then anchored.
  • the anti-floating anchor is an anti-floating technology adopted by underground structures to resist water buoyancy. It is widely used at home and abroad, especially in China in recent years. With the construction of basements, subways, underground transportation hubs, underground spaces, The buried depth of underground projects such as hydraulic construction is getting deeper and deeper, and anti-floating anchors are increasingly playing an important and irreplaceable role.
  • Anti-floating anchors are generally permanent structures, which are divided into two categories: prestressed anchors and fully bonded anchors (non-prestressed anchors).
  • Fully bonded anchor rod bare anchor rod is used as the anchor rod, and cement slurry is poured into the borehole. After the slurry is solidified, the entire length of the anchor rod is wrapped in it and bonded with the surrounding stratum to generate pullout resistance; then the basement floor and other underground structures are constructed At the same time, anchor the anchor head into it; as the groundwater level rises, the underground structure begins to bear the water buoyancy and transfer the buoyancy to the anchor rod.
  • the anchor rod produces slight deformation due to the pull-out resistance when anchored in the ground.
  • the underground structure generates a binding force to prevent it from floating; as the groundwater level continues to rise, the underground structure bears more and more water buoyancy, and the tension and deformation of the anchor rod are also increasing, and the resulting resistance is also increasing; , The use of fully bonded anchors is not effective in controlling the floating deformation of underground structures.
  • Pre-stressed anchor rods are used. Pre-stressed anchor rods are divided into tension type and pressure type.
  • the anchor reinforcement adopts pre-stressed anchor reinforcement.
  • the full length (pressure type) or part of the anchor reinforcement (tension type) is wrapped by the isolation casing to prevent The slurry is bonded to form the free section of the anchor bar.
  • the borehole is poured with cement slurry. After the slurry is set, the full-length anchor bar is wrapped in it and bonded with the surrounding stratum to generate pullout resistance.
  • the tensile anchor rod passes through the slurry and the anchor bar.
  • the exposed part is bonded to form a bonding section to transfer stress, and the pressure-type anchor rod transfers the stress through the bearing body at the end of the anchor rod; then the underground structure such as the basement floor is constructed, and the anchor head passes through the underground structure through the reserved casing until the strength of the underground structure reaches
  • the anchor head is installed with the anchorage to be tensioned and locked, and the free section of the anchor bar is elastically elongated to generate prestress and locked on the anchor head; then the anchor head is sealed and the underground structure is leveled.
  • the purpose of the utility model is to provide a pre-tensioned and then anchored prestressed anti-floating anchor rod structure, which aims to solve the problems of poor anti-floating effect and complicated construction in the construction of rock-soil anchoring projects in the prior art.
  • the pre-tensioned and then anchored pre-stressed anti-floating anchor rod structure includes a pre-stressed anchor rod, an anchor pier and an underground structure installed on a borehole; a construction groove is formed along the periphery of the borehole , The construction groove is arranged recessed downward, the reinforced concrete is poured into the construction groove to form the anchor pier, the underground structure is connected with the anchor pier in an upper and lower anchorage; the lower end of the prestressed anchor rod is anchored into the Drill a hole, and anchor the upper end of the prestressed bolt into the underground structure
  • the anchor pier is provided with a plurality of steel bars, the lower ends of the steel bars are embedded in the anchor pier, and the upper ends of the steel bars are embedded in the underground structure.
  • the steel bars are arranged vertically, the steel bars are equipped with water-stop steel plates, and the water-stop steel plates are arranged horizontally; the water-stop steel plates are in the underground structure.
  • each of the steel bars is arranged in two-by-two correspondence along the two sides of the pre-stressed anchor rod.
  • the prestressed anchor rod includes an anchor head and a rod body, the anchor head is located outside the borehole, and the rod body is in the borehole. After the anchor head is stretched to lock the rod body, the The anchor head is anchored into the underground structure.
  • the prestressed anchor rod includes an isolation sleeve, which is placed in the borehole and surrounds the rod body.
  • the anchor pier has an upper end surface facing the underground structure, the upper end surface of the anchor pier is horizontally arranged, the underground structure has a lower end surface facing the anchor pier, and the lower end surface of the underground structure is Horizontal arrangement; the upper end surface of the anchor pier and the lower end surface of the underground structure are arranged in a close fit.
  • the upper end surface of the anchor pier is provided with a waterproof layer, and the lower end surface of the underground structure abuts against the waterproof layer.
  • the utility model provides a pre-tensioned and then anchored pre-stressed anti-floating anchor structure.
  • the pre-stressed anchor construction and anchor pier construction are completed by the geotechnical construction team, and the underground structure construction is performed by the general contracting construction team.
  • the pre-stressed anchor rod is tensioned to facilitate the tension and lock of the anchor rod and simplify the construction steps; under the cooperation of the pre-stressed anchor rod and the anchor pier, It has sufficient resistance to pull out, so it has a binding force on the underground structure, prevents it from floating, avoids the floating deformation of the underground structure, and enhances the anti-floating effect.
  • Figure 1 is a construction section view of the pre-tensioned and then anchored pre-stressed anti-floating anchor structure provided by the present invention
  • Figure 2 is a construction section view of the pre-tensioned and then anchored pre-stressed anti-floating anchor structure provided by the present invention.
  • the pre-stressed anti-floating anchor rod structure provided by the utility model is tensioned and then anchored, which is used to solve the problems of poor anti-floating effect and complicated construction in the construction of rock and soil anchoring projects.
  • the pre-tensioned and then anchored pre-stressed anti-floating anchor structure includes pre-stressed anchor 10, anchor pier 20 and underground structure 30.
  • the pre-stressed anchor 10 is installed on the borehole; a construction groove is formed along the periphery of the borehole, and the construction The grooves are recessed downwards, and the reinforced concrete 40 is poured into the construction groove to form anchor piers 20.
  • the underground structure 30 and the anchor piers 20 are connected up and down by anchoring; Enter the underground structure 30.
  • the above-mentioned pre-tensioned and then anchored pre-stressed anti-floating anchor structure, the construction of the pre-stressed anchor 10 and the anchor pier 20 are completed by the geotechnical construction team, and the construction of the underground structure 30 is completed by the general contractor construction team, which does not interfere with each other and is convenient Construction management; and before the construction of the underground structure 30, the pre-stressed anchor rod 10 is tensioned, which is convenient for tension and locking of the anchor rod and simplifies the construction steps; under the cooperation of the pre-stressed anchor rod 10 and the anchor pier 20, there is sufficient
  • the pull-out resistance therefore, has a binding force on the underground structure 30, prevents it from floating, and prevents the underground structure 30 from floating and deforming, thereby enhancing the anti-floating effect.
  • the construction groove surrounds the borehole, which is convenient for the anchor pier 20 to cover the borehole and enhance the overall anti-floating effect.
  • the anchor pier 20 prevents water from seeping upwards and plays a waterproof role.
  • the anchor pier 20 is provided with a plurality of steel bars 40, the lower end of the steel bar 40 is embedded in the anchor pier 20, and the upper end of the steel bar 40 is embedded in the underground structure 30; the anchoring stability of the anchor pier 20 and the underground structure 30 is enhanced to facilitate the anchor pier 20 Anchorage with underground structure 30.
  • the steel bars 40 are arranged vertically, the steel bars 40 are provided with water-stop steel plates 50, and the water-stop steel plates 50 are arranged horizontally; the water-stop steel plates 50 are in the underground structure 30; under the action of the water-stop steel plates 50, the water is prevented from upward Permeate, play a waterproof role.
  • the water-stop steel plate 50 is arranged horizontally to increase the water-stop range of the water-stop steel plate 50 and improve the waterproof effect.
  • the provision of the water-stop steel plate 50 in this way is helpful for waterproofing the anchor head 11, avoiding water leakage at the anchor head 11, resulting in weak waterproofing, thereby improving the waterproof quality of the anchor head 11.
  • the anchor pier 20 can be prefabricated or cast on site.
  • the size of the anchor pier 20 is determined according to design calculations, and the size and length of the steel bars 40 are determined by design calculations or structure; ensure that the anchor pier 20 and the underground structure 30 have sufficient anchoring stability.
  • Each steel bar 40 is arranged in two-to-two correspondence along the two sides of the pre-stressed anchor 10; the overall force is more uniform, and the anchoring stability of the anchor pier 20 and the underground structure 30 is enhanced.
  • the prestressed bolt 10 is tensioned and locked, and the locked load is set as the bearing capacity of the prestressed bolt 10; as the groundwater level rises, the underground structure 30 begins to bear the water buoyancy and transmits the pulling force to the prestressed bolt 10, prestressed Because the anchor rod 10 is anchored in the stratum, it has pull-out resistance, so it creates a binding force on the underground structure 30 and prevents it from floating; as the groundwater level continues to rise, the underground structure 30 bears more and more water buoyancy, and the prestressed anchor rod The tensile force on 10 is getting bigger and bigger, and the resulting resistance is getting bigger and bigger, but because the buoyancy force generally does not exceed the design bearing capacity (and locking load) of the prestressed anchor 10, the prestressed anchor 10 will not deform. The underground structure 30 will not rise and deform.
  • the prestressed bolt 10 includes an anchor head 11 and a rod body 12.
  • the anchor head 11 is outside the borehole and the rod body 12 is in the borehole. After the anchor head 11 is tensioned to lock the rod body 12, the anchor head 11 is anchored into the underground structure 30.
  • the rod body 12 is tensioned and locked by the anchor head 11 to facilitate the operation of the prestressed anchor rod 10; in addition, the anchor head 11 is arranged in this way to help enhance the anchoring effect of the underground structure 30 and the anchor pier 20.
  • the pre-stressed anchor 10 includes an isolation sleeve, which is placed in a borehole and surrounds the rod body 12; it is convenient for the tension and locking of the pre-stressed anchor 10.
  • the isolation sleeve has a plurality of concave grooves 14 and a plurality of convex blocks 13.
  • the concave grooves 14 are concavely arranged in the direction of the inner rod body 12, and the convex blocks 13 are arranged convexly in the direction away from the rod body 12; in the longitudinal direction, each concave groove 14 and the convex block 13 are arranged in a staggered arrangement; in this way, the concave groove 14 and the convex block 13 cooperate with the mud in the borehole to enhance the anti-floating ability of the prestressed anchor 10.
  • the recessed groove 14 is arranged in a rectangular shape, which increases the friction of the prestressed anchor 10 and enhances the anti-floating ability of the prestressed anchor 10.
  • the bumps 13 are arranged in a rectangular shape to increase the friction of the prestressed anchor 10 and enhance the anti-floating ability of the prestressed anchor 10.
  • a reinforcement block is arranged inside the isolation casing, and the rod body 12 penetrates the reinforcement block and extends downward; it is convenient for the prestressed anchor 10 to be centered and the anchoring effect is ensured.
  • the anchor pier 20 has an upper end face facing the underground structure 30, the upper end face of the anchor pier 20 is horizontally arranged, the underground structure 30 has a lower end face facing the anchor pier 20, and the lower end face of the underground structure 30 is horizontally arranged; the upper end face of the anchor pier 20 It is arranged closely with the lower end surface of the underground structure 30; the contact area between the underground structure 30 and the anchor pier 20 is increased, and the anchoring effect between the underground structure 30 and the anchor pier 20 is improved.
  • the upper end surface of the anchor pier 20 is provided with a waterproof layer, and the lower end surface of the underground structure 30 is in contact with the waterproof layer; under the action of the waterproof layer, water is prevented from seeping upward into the underground structure 30, thereby playing a waterproof role.
  • the anchor pier 20 occupies the entire construction slot, improves the stability of the anchor pier 20, and is not easy to shift, thereby enhancing the anchoring effect between the underground structure 30 and the anchor pier 20.
  • the waterproof layer can be composed of waterproof mortar and waterproof ointment.
  • the waterproof mortar is located above the waterproof ointment.
  • the waterproof ointment plays a role of blocking water, and then is further blocked by the waterproof mortar.
  • the anchor pier 20 has downward pressure. 20 Cooperate with waterproof mortar and waterproof ointment to play a waterproof role.
  • the prestressed anchor 10 is a tensile prestressed anchor 10 or a compression prestressed anchor 10; it can meet different construction requirements.
  • the borehole is located in the middle of the anchor pier 20, so that when the pre-stressed anchor rod is tensioned and locked, the overall force is more uniform, and the anchoring stability of the anchor pier 20 and the underground structure 30 is enhanced.

Landscapes

  • Engineering & Computer Science (AREA)
  • Structural Engineering (AREA)
  • Life Sciences & Earth Sciences (AREA)
  • General Life Sciences & Earth Sciences (AREA)
  • Mining & Mineral Resources (AREA)
  • Paleontology (AREA)
  • Civil Engineering (AREA)
  • General Engineering & Computer Science (AREA)
  • Environmental & Geological Engineering (AREA)
  • Hydrology & Water Resources (AREA)
  • Piles And Underground Anchors (AREA)

Abstract

本实用新型涉及预应力抗浮锚杆施工的技术领域，公开了先张拉后锚固式预应力抗浮锚杆结构，包括安设在钻孔上的预应力锚杆、锚墩以及地下结构；沿钻孔外周形成施工槽，施工槽向下凹陷布置，浇筑钢筋混凝土至施工槽形成锚墩，地下结构与锚墩呈上下锚固连接；预应力锚杆的下端锚入钻孔，预应力锚杆的上端锚入地下结构。预应力锚杆施工和锚墩施工由岩土施工队完成，地下结构施工由总包施工队完成，互不干扰，便于施工管理；且在地下结构施工前，进行预应力锚杆张拉，便于对锚杆进行张拉锁定，简化施工步骤；在预应力锚杆与锚墩的配合下，具有足够的抗拔力，故对地下结构产生约束力、阻止其上浮，避免地下结构上浮变形，从而增强抗浮效果。

Description

先张拉后锚固式预应力抗浮锚杆结构 技术领域
本实用新型专利涉及预应力抗浮锚杆施工的技术领域，具体而言，涉及先张拉后锚固式预应力抗浮锚杆结构。
 背景技术
抗浮锚杆是地下结构物抵抗水浮力而采用的一种抗浮技术，在国内外应用都十分广泛，尤其是近些年来在国内，随着建筑地下室、地铁、地下交通枢纽、地下空间、水工建筑等地下工程的埋深越来越深，抗浮锚杆日益发挥着不可替代的重要作用。
抗浮锚杆一般为永久性结构，分为预应力锚杆及全粘结锚杆（非预应力锚杆）两大类。
采用全粘结锚杆：锚筋采用裸露锚筋，钻孔内灌注水泥浆，浆体凝结后将锚筋全长包裹其中并与周边地层粘结产生抗拔力；之后施工地下室底板等地下结构，同时将锚头锚入其中；随着地下水位上升，地下结构开始承受水浮力并将浮力传递给锚杆，锚杆受拉产生微小变形，因被锚固在地层中具有抗拔力，故对地下结构产生约束力、阻止其上浮；随着地下水位不断上升，地下结构承受水浮力越来越大，锚杆受到的拉力及变形也越来越大，产生的抗力也越来越大；这样，采用全粘结锚杆对地下结构的上浮变形控制效果不好。
采用预应力锚杆，预应力锚杆分为拉力型及压力型两类，锚筋采用预应力锚筋，锚筋全长（压力型）或部分（拉力型）被隔离套管包裹以不与浆体粘结而形成锚筋自由段，钻孔内灌注水泥浆，浆体凝结后将全长锚筋包裹其中并与周边地层粘结产生抗拔力，拉力型锚杆通过浆体与锚筋裸露部分粘结形成粘结段传递应力，压力型锚杆通过锚杆尾端的承载体传递应力；之后施工地下室底板等地下结构，锚头通过预留套管穿过地下结构，待地下结构强度达到设计要求后，对锚头安装锚具进行张拉锁定，锚筋自由段弹性伸长产生预应力并被锁定在锚头上；再对锚头封锚、地下结构找平。
 技术问题
采用预应力锚杆的施工工艺较为复杂、施工管理不便以及锚头穿过地下结构时需设置套管，套管内外均需采取防水措施且防水难度较大。
 技术解决方案
本实用新型的目的在于提供先张拉后锚固式预应力抗浮锚杆结构，旨在解决现有技术中，岩土锚固工程施工，抗浮效果不佳、施工复杂的问题。
本实用新型是这样实现的，先张拉后锚固式预应力抗浮锚杆结构，包括安设在钻孔上的预应力锚杆、锚墩以及地下结构；沿所述钻孔外周形成施工槽，所述施工槽向下凹陷布置，浇筑钢筋混凝土至所述施工槽形成所述锚墩，所述地下结构与所述锚墩呈上下锚固连接；所述预应力锚杆的下端锚入所述钻孔，所述预应力锚杆的上端锚入所述地下结构
进一步的，所述锚墩设有多条钢筋，所述钢筋的下端嵌入所述锚墩，所述钢筋的上端嵌入所述地下结构。
进一步的，所述钢筋呈竖直布置，所述钢筋安设有止水钢板，所述止水钢板呈水平布置；所述止水钢板处于所述地下结构中。
进一步的，各个所述钢筋分别沿所述预应力锚杆的两侧呈两两对应布置。
进一步的，所述预应力锚杆包括锚头和杆体，所述锚头处于所述钻孔外，所述杆体处于所述钻孔内，张拉所述锚头锁定所述杆体后，将所述锚头锚入所述地下结构。
进一步的，所述预应力锚杆包括隔离套管，所述隔离套管置于所述钻孔，且环绕包围所述杆体。
进一步的，所述锚墩具有朝向所述地下结构的上端面，所述锚墩的上端面呈水平布置，所述地下结构具有朝向所述锚墩的下端面，所述地下结构的下端面呈水平布置；所述锚墩的上端面与所述地下结构的下端面呈贴合布置。
进一步的，所述锚墩的上端面设有防水层，所述地下结构的下端面抵触贴合所述防水层。
 有益效果
与现有技术相比，本实用新型提供的先张拉后锚固式预应力抗浮锚杆结构，预应力锚杆施工和锚墩施工由岩土施工队完成，地下结构施工由总包施工队完成，互不干扰，便于施工管理；且在地下结构施工前，进行预应力锚杆张拉，便于对锚杆进行张拉锁定，简化施工步骤；在预应力锚杆与锚墩的配合下，具有足够的抗拔力，故对地下结构产生约束力、阻止其上浮，避免地下结构上浮变形，从而增强抗浮效果。
 附图说明
图1是本发明提供的先张拉后锚固式预应力抗浮锚杆结构的施工剖面图；
图2是本发明提供的先张拉后锚固式预应力抗浮锚杆结构的施工剖面图。
 本发明的最佳实施方式
为了使本实用新型的目的、技术方案及优点更加清楚明白，以下结合附图及实施例，对本实用新型进行进一步详细说明。应当理解，此处所描述的具体实施例仅仅用以解释本实用新型，并不用于限定本实用新型。
以下结合具体实施例对本实用新型的实现进行详细的描述。
本实施例的附图中相同或相似的标号对应相同或相似的部件；在本实用新型的描述中，需要理解的是，若有术语“上”、“下”、“左”、“右”等指示的方位或位置关系为基于附图所示的方位或位置关系，仅是为了便于描述本实用新型和简化描述，而不是指示或暗示所指的装置或元件必须具有特定的方位、以特定的方位构造和操作，因此附图中描述位置关系的用语仅用于示例性说明，不能理解为对本专利的限制，对于本领域的普通技术人员而言，可以根据具体情况理解上述术语的具体含义。
参照图1-2所示，为本实用新型提供的较佳实施例。
本实用新型提供的先张拉后锚固式预应力抗浮锚杆结构，用于解决岩土锚固工程施工，抗浮效果不佳、施工复杂的问题。
先张拉后锚固式预应力抗浮锚杆结构，包括预应力锚杆10、锚墩20以及地下结构30，预应力锚杆10安设在钻孔上；沿钻孔外周形成施工槽，施工槽向下凹陷布置，浇筑钢筋40混凝土至施工槽形成锚墩20，地下结构30与锚墩20呈上下锚固连接；预应力锚杆10的下端锚入钻孔，预应力锚杆10的上端锚入地下结构30。
上述的先张拉后锚固式预应力抗浮锚杆结构，预应力锚杆10施工和锚墩20施工由岩土施工队完成，地下结构30施工由总包施工队完成，互不干扰，便于施工管理；且在地下结构30施工前，进行预应力锚杆10张拉，便于对锚杆进行张拉锁定，简化施工步骤；在预应力锚杆10与锚墩20的配合下，具有足够的抗拔力，故对地下结构30产生约束力、阻止其上浮，避免地下结构30上浮变形，从而增强抗浮效果。
施工槽环绕包围钻孔，便于锚墩20覆盖钻孔，增强整体的抗浮效果。
另外，锚墩20起到阻止水向上渗，起到防水作用。
本实施例中，锚墩20设有多条钢筋40，钢筋40的下端嵌入锚墩20，钢筋40的上端嵌入地下结构30；增强锚墩20与地下结构30的锚固稳定性，便于锚墩20与地下结构30的锚固。
再者，钢筋40呈竖直布置，钢筋40安设有止水钢板50，止水钢板50呈水平布置；止水钢板50处于地下结构30中；在止水钢板50的作用下，阻止水向上渗，起到防水作用。
并且，止水钢板50呈水平布置，增大止水钢板50的止水范围，提高防水效果。
另外，止水钢板50这样设置有助于对锚头11起到防水作用，避免锚头11处渗漏水，导致防水薄弱，从而提高锚头11的防水质量。
锚墩20可预制也可现场浇筑形成，锚墩20的尺寸根据设计计算确定，钢筋40的规格及长度通过设计计算或构造确定；保证锚墩20与地下结构30具有足够的锚固稳定性。
各个钢筋40分别沿预应力锚杆10的两侧呈两两对应布置；使整体受力更加均匀，增强锚墩20与地下结构30的锚固稳定性。
对预应力锚杆10进行张拉锁定，锁定荷载设定为预应力锚杆10的承载力；随着地下水位上升，地下结构30开始承受水浮力并传递拉力给预应力锚杆10，预应力锚杆10因被锚固在地层中，具有抗拔力，故对地下结构30产生约束力、阻止其上浮；随着地下水位不断上升，地下结构30承受水浮力越来越大，预应力锚杆10受到的拉力越来越大，产生的抗力也越来越大，但因为上浮力一般不会超过预应力锚杆10设计承载力（及锁定荷载），则预应力锚杆10不产生变形，地下结构30也就不产生上浮变形。
具体的，预应力锚杆10包括锚头11和杆体12，锚头11处于钻孔外，杆体12处于钻孔内，张拉锚头11锁定杆体12后，将锚头11锚入地下结构30；通过锚头11对杆体12进行张拉锁定，便于对预应力锚杆10的操作；另外，锚头11这样设置有助于增强地下结构30与锚墩20的锚固效果。
预应力锚杆10包括隔离套管，隔离套管置于钻孔，且环绕包围杆体12；便于预应力锚杆10的张拉锁紧。
隔离套管具有多个凹陷槽14以及多个凸块13，沿水平方向，凹陷槽14朝内杆体12方向凹陷布置，凸块13沿背离杆体12方向凸起布置；沿纵向方向，各个凹陷槽14与凸块13呈错位排列布置；这样，凹陷槽14、凸块13与钻孔内泥浆配合，增强预应力锚杆10的抗浮能力。
凹陷槽14呈矩形布置，增大预应力锚杆10的摩擦力，增强预应力锚杆10的抗浮能力。
凸块13呈矩形布置，增大预应力锚杆10的摩擦力，增强预应力锚杆10的抗浮能力。
隔离套管的内部设有加固块，杆体12贯穿加固块朝下延伸布置；便于预应力锚杆10对中，保证锚固效果。
锚墩20具有朝向地下结构30的上端面，锚墩20的上端面呈水平布置，地下结构30具有朝向锚墩20的下端面，地下结构30的下端面呈水平布置；锚墩20的上端面与地下结构30的下端面呈贴合布置；增大地下结构30与锚墩20的接触面积，提高地下结构30与锚墩20之间的锚固效果。
锚墩20的上端面设有防水层，地下结构30的下端面抵触贴合防水层；在防水层的作用下，避免水朝上渗出进入地下结构30，从而起到防水作用。
锚墩20占据整个施工槽，提高锚墩20的设置稳固性，不易偏移，从而增强地下结构30与锚墩20之间的锚固效果。
防水层可采用防水砂浆、防水油膏组成，防水砂浆处于防水油膏的上方，防水油膏起到阻挡水的作用，再通过防水砂浆进一步阻挡，且锚墩20具有向下压力，在锚墩20与防水砂浆、防水油膏的配合下，从而起到防水作用。
预应力锚杆10为拉力型预应力锚杆10或压力型预应力锚杆10；满足不同的施工需求。
钻孔处于锚墩20的中部，这样，预应力锚杆张拉锁紧时，整体受力更加均匀，增强锚墩20与地下结构30的锚固稳定性。
以上所述仅为本实用新型的较佳实施例而已，并不用以限制本实用新型，凡在本实用新型的精神和原则之内所作的任何修改、等同替换和改进等，均应包含在本实用新型的保护范围之内。

Claims (8)

  1. 先张拉后锚固式预应力抗浮锚杆结构，其特征在于，包括安设在钻孔上的预应力锚杆、锚墩以及地下结构；沿所述钻孔外周形成施工槽，所述施工槽向下凹陷布置，浇筑钢筋混凝土至所述施工槽形成所述锚墩，所述地下结构与所述锚墩呈上下锚固连接；所述预应力锚杆的下端锚入所述钻孔，所述预应力锚杆的上端锚入所述地下结构。
  2. 如权利要求1所述的先张拉后锚固式预应力抗浮锚杆结构，其特征在于，所述锚墩设有多条钢筋，所述钢筋的下端嵌入所述锚墩，所述钢筋的上端嵌入所述地下结构。
  3. 如权利要求2所述的先张拉后锚固式预应力抗浮锚杆结构，其特征在于，所述钢筋呈竖直布置，所述钢筋安设有止水钢板，所述止水钢板呈水平布置；所述止水钢板处于所述地下结构中。
  4. 如权利要求2所述的先张拉后锚固式预应力抗浮锚杆结构，其特征在于，各个所述钢筋分别沿所述预应力锚杆的两侧呈两两对应布置。
  5. 如权利要求1-4任意一项所述的先张拉后锚固式预应力抗浮锚杆结构，其特征在于，所述预应力锚杆包括锚头和杆体，所述锚头处于所述钻孔外，所述杆体处于所述钻孔内，张拉所述锚头锁定所述杆体后，将所述锚头锚入所述地下结构。
  6. 如权利要求5所述的先张拉后锚固式预应力抗浮锚杆结构，其特征在于，所述预应力锚杆包括隔离套管，所述隔离套管置于所述钻孔，且环绕包围所述杆体。
  7. 如权利要求1-4任意一项所述的先张拉后锚固式预应力抗浮锚杆结构，其特征在于，所述锚墩具有朝向所述地下结构的上端面，所述锚墩的上端面呈水平布置，所述地下结构具有朝向所述锚墩的下端面，所述地下结构的下端面呈水平布置；所述锚墩的上端面与所述地下结构的下端面呈贴合布置。
  8. 如权利要求7所述的先张拉后锚固式预应力抗浮锚杆结构，其特征在于，所述锚墩的上端面设有防水层，所述地下结构的下端面抵触贴合所述防水层。
PCT/CN2019/119501 2019-02-18 2019-11-19 先张拉后锚固式预应力抗浮锚杆结构 WO2020168766A1 (zh)

Applications Claiming Priority (2)

Application Number Priority Date Filing Date Title
CN201920211847.2 2019-02-18
CN201920211847.2U CN209837019U (zh) 2019-02-18 2019-02-18 先张拉后锚固式预应力抗浮锚杆施工结构

Publications (1)

Publication Number Publication Date
WO2020168766A1 true WO2020168766A1 (zh) 2020-08-27

Family

ID=68903963

Family Applications (1)

Application Number Title Priority Date Filing Date
PCT/CN2019/119501 WO2020168766A1 (zh) 2019-02-18 2019-11-19 先张拉后锚固式预应力抗浮锚杆结构

Country Status (2)

Country Link
CN (1) CN209837019U (zh)
WO (1) WO2020168766A1 (zh)

Families Citing this family (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN109811804A (zh) * 2019-02-18 2019-05-28 深圳市工勘岩土技术有限公司 先张拉后锚固式预应力抗浮锚杆施工方法
CN111501855A (zh) * 2020-04-27 2020-08-07 中国一冶集团有限公司 一种地锚抗浮结构及其施工方法
CN112575823B (zh) * 2020-12-08 2023-04-07 中机国际工程设计研究院有限责任公司 抗浮锚杆及地下室底板施工方法
CN113186988A (zh) * 2021-03-09 2021-07-30 武大巨成结构股份有限公司 一种扩孔自锁式预应力抗浮锚杆施工方法
CN113565145B (zh) * 2021-08-12 2023-04-11 武大巨成结构股份有限公司 一种地下室抗浮预应力可多次后施加装置

Citations (7)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
WO1998022663A1 (en) * 1996-11-20 1998-05-28 Herman Carlinsky Flotation system for buildings
JP2002047676A (ja) * 2000-08-02 2002-02-15 Hanshin Expressway Public Corp 浮力防止構造体およびその構築方法
CN201137162Y (zh) * 2007-12-20 2008-10-22 青建集团股份公司 底板抗浮锚杆防水处理结构
CN202401478U (zh) * 2012-03-06 2012-08-29 徐金 抗浮锚杆束
CN103290843A (zh) * 2013-06-04 2013-09-11 北京工业大学 带螺旋箍筋的预应力压力型抗浮锚杆
CN108331034A (zh) * 2018-04-03 2018-07-27 上海建工七建集团有限公司 墩头式抗浮锚杆防水节点及其施工方法
CN109811804A (zh) * 2019-02-18 2019-05-28 深圳市工勘岩土技术有限公司 先张拉后锚固式预应力抗浮锚杆施工方法

Patent Citations (7)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
WO1998022663A1 (en) * 1996-11-20 1998-05-28 Herman Carlinsky Flotation system for buildings
JP2002047676A (ja) * 2000-08-02 2002-02-15 Hanshin Expressway Public Corp 浮力防止構造体およびその構築方法
CN201137162Y (zh) * 2007-12-20 2008-10-22 青建集团股份公司 底板抗浮锚杆防水处理结构
CN202401478U (zh) * 2012-03-06 2012-08-29 徐金 抗浮锚杆束
CN103290843A (zh) * 2013-06-04 2013-09-11 北京工业大学 带螺旋箍筋的预应力压力型抗浮锚杆
CN108331034A (zh) * 2018-04-03 2018-07-27 上海建工七建集团有限公司 墩头式抗浮锚杆防水节点及其施工方法
CN109811804A (zh) * 2019-02-18 2019-05-28 深圳市工勘岩土技术有限公司 先张拉后锚固式预应力抗浮锚杆施工方法

Also Published As

Publication number Publication date
CN209837019U (zh) 2019-12-24

Similar Documents

Publication Publication Date Title
WO2020168765A1 (zh) 先张拉后锚固式预应力抗浮锚杆施工方法
WO2020168766A1 (zh) 先张拉后锚固式预应力抗浮锚杆结构
CN209837018U (zh) 预制式预应力锚杆施工结构
CN105133620B (zh) 局部流塑状淤泥质土体坑中坑支护结构及其施工方法
CN104452829B (zh) 一种桩筏基础抗浮结构及施工方法
CN105926617B (zh) 一种能够对抗浮锚杆提供保护的结构及其施工方法
CN203213136U (zh) 一种加固地基的沉箱与桩组合基础
KR100934196B1 (ko) 양방향 압력식 소구경 파일 및 이를 이용한 부력방지 공법
CN105350531A (zh) 可承受拉压双向荷载的管桩-锚杆复合基础及施工工艺
CN111305282A (zh) 软弱富水地层地铁车站抗浮体系及其施工方法
CN111894045A (zh) 地下室底板抗浮锚固构造及抗浮锚固施工方法
CN109706925A (zh) 一种新型纤维筋抗浮锚杆锚固方法
CN101691759A (zh) 掏挖加岩石锚杆复合环保型基础的施工方法
CN113123373A (zh) 后插无粘结钢绞线u型管承压型抗拔桩及其施工方法
CN208803460U (zh) 一种增强水泥土搅拌桩截水效果的预制砼板桩
CN204371386U (zh) 一种巷道底板内外双注式预应力锚索结构
CN208517977U (zh) 一种既有地下室底板加固的抗浮锚杆
CN103276724B (zh) 一种内置非金属筋材的抗浮桩
CN210369069U (zh) 一种岩溶地区基坑的联合抗浮结构
CN206902721U (zh) 一种基坑支护体系
CN220768043U (zh) 搅拌桩压力型预应力钢绞线抗浮锚杆
CN110173004A (zh) 用于建筑物抗浮的高压旋喷锚索结构及其施工方法
CN221030119U (zh) 搅拌桩拉力型预应力螺纹钢筋抗浮锚杆
CN220746899U (zh) 搅拌桩拉力型预应力钢绞线抗浮锚杆
CN105442594A (zh) 内置压浆管预应力空心方桩扩孔压浆施工工艺

Legal Events

Date Code Title Description
121 Ep: the epo has been informed by wipo that ep was designated in this application

Ref document number: 19916497

Country of ref document: EP

Kind code of ref document: A1

NENP Non-entry into the national phase

Ref country code: DE

122 Ep: pct application non-entry in european phase

Ref document number: 19916497

Country of ref document: EP

Kind code of ref document: A1